CEE
Homework 5

# Homework 5 - Retaining Wall Stability Computation Sheet...

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Retaining Wall Stability Computation Sheet 2.05 Developed by J. M. Duncan and R.L. Mokwa, October 1998 Change only those values shown in red. Other cells are locked. Revised by B. Yang and J. M. Duncan, May, 2002 Project: Problem 1 Calculated by: Jesse Siegel Date: 3/18/2008 For wall dimensions, loads, and properties Include surcharge over b h ? No f c ' = 3,000 psi f y = 60,000 psi D f = 1.5 ft ρ / ρ b = 0.45 h w = 10.5 ft i = 0 deg. Calculated Backfill γ eq = 45 pcf b h = 4.00 ft Backfill γ bf = 113 pcf H = 12.00 ft Surcharge q s = 250 psf E h1 = 1,200 lbs/ft K s = 0.40 E h2 = 3,240 lbs/ft μ = 0.73 E h = 4,440 lbs/ft y/H = 0.33 E v = 0 lbs/ft K v = 0.00 W bf = 4,725 lbs/ft B = 8.50 ft W f = 1,913 lbs/ft b t = 2.50 ft W s = 2,756 lbs/ft t 1 = 2.00 ft W k = 0 lbs/ft t 2 = 1.50 ft W f f = 0 lbs/ft d = 1.50 ft y = 4.00 ft x 1 = 3.62 ft Properties of soil in front of key x 2 = 6.50 ft γ = 130 pcf x 3 = 3.50 ft c' = 0 psf N = 9,394 lbs/ft φ ' = 36 deg T = 4,440 lbs/ft x = 3.05 ft Depth of key below footing q = 1,540 psf Notes: 1. P p = passive pressure resisting force. Passive resistance is only D k = 0.00 ft Pp= 0 lb/ft included for the soil in front of a key, that is, only over the depth D k .
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• Spring '08
• MICHAELMCGUIRE
• Trigraph, Tensile strength, Compressive strength, FT FT FT

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